This document provides an overview of soil mechanics, covering topics such as soil particle size distribution, index properties, soil classification, water flow in soil, soil compaction, stresses in soil, soil compressibility, soil strength, and slope stability. Key points discussed include soil formation processes, sieve and hydrometer analysis for particle size distribution, Atterberg limits, permeability and flow nets, compaction tests and curves, CBR testing, and the effects of moisture content on soil properties.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
This slide will help you to determine the immediate settlement for flexible foundation i.e. isolate footing and rigid foundation i.e. matt or raft foundation. To be more clear about the topic a numerical problem with the solution is given.
Soils and rocks have unique and distinct engineering properties.
Engineering properties of soils and rocks are very essential parameters to be analysed for several technical reasons.
Properties of these materials may not only pose problems but also give solutions to solve the problems.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Geotechnical Engineering-II [Lec #17: Bearing Capacity of Soil]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Soils and rocks have unique and distinct engineering properties.
Engineering properties of soils and rocks are very essential parameters to be analysed for several technical reasons.
Properties of these materials may not only pose problems but also give solutions to solve the problems.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Geotechnical Engineering-II [Lec #17: Bearing Capacity of Soil]Muhammad Irfan
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
Class notes of Geotechnical Engineering course I used to teach at UET Lahore. Feel free to download the slide show.
Anyone looking to modify these files and use them for their own teaching purposes can contact me directly to get hold of editable version.
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About
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Technical Specifications
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
Key Features
Indigenized remote control interface card suitable for MAFI system CCR equipment. Compatible for IDM8000 CCR. Backplane mounted serial and TCP/Ethernet communication module for CCR remote access. IDM 8000 CCR remote control on serial and TCP protocol.
• Remote control: Parallel or serial interface
• Compatible with MAFI CCR system
• Copatiable with IDM8000 CCR
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
Application
• Remote control: Parallel or serial interface.
• Compatible with MAFI CCR system.
• Compatible with IDM8000 CCR.
• Compatible with Backplane mount serial communication.
• Compatible with commercial and Defence aviation CCR system.
• Remote control system for accessing CCR and allied system over serial or TCP.
• Indigenized local Support/presence in India.
• Easy in configuration using DIP switches.
Courier management system project report.pdfKamal Acharya
It is now-a-days very important for the people to send or receive articles like imported furniture, electronic items, gifts, business goods and the like. People depend vastly on different transport systems which mostly use the manual way of receiving and delivering the articles. There is no way to track the articles till they are received and there is no way to let the customer know what happened in transit, once he booked some articles. In such a situation, we need a system which completely computerizes the cargo activities including time to time tracking of the articles sent. This need is fulfilled by Courier Management System software which is online software for the cargo management people that enables them to receive the goods from a source and send them to a required destination and track their status from time to time.
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Vaccine management system project report documentation..pdfKamal Acharya
The Division of Vaccine and Immunization is facing increasing difficulty monitoring vaccines and other commodities distribution once they have been distributed from the national stores. With the introduction of new vaccines, more challenges have been anticipated with this additions posing serious threat to the already over strained vaccine supply chain system in Kenya.
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Presented at NUS: Fuzzing and Software Security Summer School 2024
This keynote talks about the democratization of fuzzing at scale, highlighting the collaboration between open source communities, academia, and industry to advance the field of fuzzing. It delves into the history of fuzzing, the development of scalable fuzzing platforms, and the empowerment of community-driven research. The talk will further discuss recent advancements leveraging AI/ML and offer insights into the future evolution of the fuzzing landscape.
Automobile Management System Project Report.pdfKamal Acharya
The proposed project is developed to manage the automobile in the automobile dealer company. The main module in this project is login, automobile management, customer management, sales, complaints and reports. The first module is the login. The automobile showroom owner should login to the project for usage. The username and password are verified and if it is correct, next form opens. If the username and password are not correct, it shows the error message.
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Sachpazis:Terzaghi Bearing Capacity Estimation in simple terms with Calculati...Dr.Costas Sachpazis
Terzaghi's soil bearing capacity theory, developed by Karl Terzaghi, is a fundamental principle in geotechnical engineering used to determine the bearing capacity of shallow foundations. This theory provides a method to calculate the ultimate bearing capacity of soil, which is the maximum load per unit area that the soil can support without undergoing shear failure. The Calculation HTML Code included.
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Immunizing Image Classifiers Against Localized Adversary Attacks
Review of soil mechanics
1. Review of Soil Mechanics
Prof. Jie Han, Ph.D., PE
The University of Kansas
Downloadedfrom:09ce.blogspot.com
Providedby:DkMamonai-09CE37
2. Outline of Presentation
Introduction
Soil Particle Size Distribution
Index Properties
Soil Classification
Water Flow in Soil
Soil Compaction
Stresses in soil
Soil compressibility
Soil strength
Slope stability
Downloadedfrom:09ce.blogspot.com
4. Soil Mass
Solids (or particles
or grains)Liquid
Air
Downloadedfrom:09ce.blogspot.com
5. Formation of Soil
• Weathering
Break down rock into small pieces by mechanical
and chemical processes
• Transportation of weathering products
- Residual soil: stay in the same place
- Glacial soil: formed by transportation and
deposition of glaciers
- Alluvial soil: transported by running water and
deposited along streams
- Marine soil: formed by deposition in the sea
Downloadedfrom:09ce.blogspot.com
12. Coefficients of Uniformity and
Curvature
Coefficient of uniformity
10
60
u
D
D
C =
Coefficient of curvature
( )
1060
2
30
c
DD
D
C =
Downloadedfrom:09ce.blogspot.com
13. Type of Gradation Curves
Cu > 4 (gravel) or 6 (sand)
Others
1 < Cc < 3
Well-graded
Poorly-graded
Well-graded: particle sizes over a wide range
Poorly-graded: particle sizes within a
narrow range
Downloadedfrom:09ce.blogspot.com
21. Index Properties
Unit weight of water
w
w
w
V
W
=γ
Unit weight of solids
s
s
s
V
W
=γ
Specific gravity of solids
w
s
sG
γ
γ
=
Downloadedfrom:09ce.blogspot.com
24. Qualitative Description of
Degree of Density
Dr (%)
0 - 15
Description
Very loose
15 - 50
50 - 70
70 - 85
85 - 100
Loose
Medium
Dense
Very dense
Downloadedfrom:09ce.blogspot.com
27. Plastic Limit Test
Defined as the moisture content at the soil
crumbles when rolled into threads of 1/8 in
(3.2mm) in diameter
Downloadedfrom:09ce.blogspot.com
28. Plasticity and Dry Strength of Soil
Plasticity
Non-plastic
PI(%) Dry strength Field test on air-dried sample
Slightly
plastic
Medium
plastic
Highly
plastic
0 to 3
3 to 15
15 to 30
> 30
Very low
Slight
Medium
High
Falls apart easily
Easily crushed with fingers
Difficult to crush
Impossible to crush with fingers
(Sowers, 1979)
Downloadedfrom:09ce.blogspot.com
30. Soil Classification Systems
AASHTO (the American
Association of State Highway and
Transportation Officials)
USDA (the United States
Department of Agriculture)
USCS (the Unified Soil
Classification Systems
Downloadedfrom:09ce.blogspot.com
31. USCS Soil Classification
Fine-grained soils
50% or more passes No. 200 sieve
Coarse-grained soils
50% or more is retained on No. 200 sieve
Highly organic soils
has fibrous to amorphous texture
Downloadedfrom:09ce.blogspot.com
32. Symbols in the USCS System
Prefix
Suffix
G →→→→ Gravel S →→→→ Sand M →→→→ Silt C →→→→ Clay
O →→→→ Organic Pt →→→→ Peat
W →→→→ Well-graded P →→→→ Poorly-graded M →→→→ Silty
C →→→→ Clayey L →→→→ Low plasticity H →→→→ High plasticity
Examples (the first letter to define general soil type;
others are modifiers)
GP →→→→ Poorly-graded gravel GC →→→→ Clayey gravel
SW-SM →→→→ Well-graded sand with silt
CL-ML →→→→ Low plasticity silty clay
OH →→→→ High plasticity organic clay or silt
Downloadedfrom:09ce.blogspot.com
34. h
L
A
1 2
Flow Sand Filter
Darcy’s Experimental Study
Downloadedfrom:09ce.blogspot.com
35. Hydraulic Gradient, i = h/L
Velocity
Laminar flow zone
Transition zone
Turbulent flow zone
1
k
Definition of Permeability
(Hydraulic Conductivity)
Downloadedfrom:09ce.blogspot.com
36. Darcy’s Law
Average velocity of flow
L
h
kkiv ==
Rate (quantity) of flow
A
L
h
kkiAq ==
Actual velocity of flow
n
v
va =
Downloadedfrom:09ce.blogspot.com
40. Permeability from Field
Pumping Test
Permeability
( )2
2
2
1
2
1
hh
r
rq
k
−π
=
ln
Downloadedfrom:09ce.blogspot.com
41. Typical Permeability of Soils
Soil or rock formation Range of k (cm/s)
Gravel 1 - 5
Clean sand 10-3 - 10-2
Clean sand and gravel mixtures
Medium to coarse sand
Very fine to fine sand
Silty sand
Homogeneous clays
Shale
Sandstone
Limestone
10-3 - 10-1
Fractured rocks
10-2 - 10-1
10-4 - 10-3
10-5 - 10-2
10-9 - 10-7
10-11 - 10-7
10-8 - 10-4
10-7 - 10-4
10-6 - 10-2
Downloadedfrom:09ce.blogspot.com
42. h
Nd
Nf
Bi
Li
Bi = Li
Flow Net
d
f
id
if
N
N
kh
LN
1xBN
khA
L
h
kkiAq ====
Downloadedfrom:09ce.blogspot.com
43. Example of Flow Net
Impervious Stratum
4 m 1m
Permeable
stratum
k=3x10-5m/s
10 m
Rate of flow
q = k∆∆∆∆hNf/Nd =3x10-5x3x5/9=5x10-5m3/s/m
Downloadedfrom:09ce.blogspot.com
45. Laboratory Compaction Tests
Type
of test
Weight of
Hammer (lb)
Drop
distance (in)
Layers
Blows
Per layer
Standard
Proctor
Modified
Proctor
5.5
10
12
18
3
5
25
25
Downloadedfrom:09ce.blogspot.com
46. Dry Unit Weight as Compacted
Moist unit weight
V
W
=γ
Zero air voids
SwG1
G
s
ws
d
/+
γ
=γ
Dry unit weight
w1
d
+
γ
=γ
wG1
G
s
ws
dzav
+
γ
=γ
Downloadedfrom:09ce.blogspot.com
47. Moisture Content (%)
DryUnitWeight
Zero air voids (S=100%)
Optimum moisture
content, wopt
Maximum unit
weight
Wet of optimumDry of optimum
Compaction Curve
Downloadedfrom:09ce.blogspot.com
48. Moisture Content (%)
DryUnitWeight
Zero air voids (S=100%)
Line of optimumLow energy
High energy
Effect of Compaction Energy
Downloadedfrom:09ce.blogspot.com
60. Vertical Stress at A Point in Soil
p
z
σσσσz
∆σ∆σ∆σ∆σz
σσσσz = Vertical overburden stress or insitu stress induced
by weight of soil
∆σ∆σ∆σ∆σz = Additional stress induced by external loads
Downloadedfrom:09ce.blogspot.com
62. z Soil layer, γγγγ
z
σσσσz
σσσσz=γγγγz
Vertical Stress Profile
Downloadedfrom:09ce.blogspot.com
63. Soil layer 1, γγγγ1
Soil layer 2, γγγγ2
Soil layer 3, γγγγ3
z1
z2
z3
z
σσσσz
γγγγ1z1
γγγγ1z1 + γγγγ2z2
γγγγ1z1 + γγγγ2z2 + γγγγ3z3
Vertical Stress Profile in
Multi-Layer System
A
B
C
Downloadedfrom:09ce.blogspot.com
64. z
Soil layer, γγγγsat
Water, γγγγw
Effective Stress and
Pore Water Pressure
P’i
Pui
P
A
u
A
PuP
A
P 'i
'
i
+σ=
+
==σ
∑ ∑
σσσσ = total stress; σσσσ’ = effective stress
u = pore water pressure
Downloadedfrom:09ce.blogspot.com
65. z Soil, γγγγsat
Water, γγγγw
z
σσσσz
σσσσz= γγγγzw +γγγγsat(z-zw)
u=γγγγw(z-zw)
σσσσz
’=γγγγzw+(γ(γ(γ(γsat- γγγγw)(z-zw)
zw
σσσσz=γγγγzw
A
Soil, γγγγ
Vertical Stress Profile with A
Ground Water Table
Downloadedfrom:09ce.blogspot.com
70. Stress Distribution Method
( )( )α+α+
==σ∆
tanzBtanzL
LB
p
BL
LB
p ''z
22
B
L
p
B’
L’
z
∆σ∆σ∆σ∆σz
αααα
If tanαααα = 1/2
( )( )zBzL
LB
pz
++
=σ∆
Downloadedfrom:09ce.blogspot.com
72. Definitions of Settlements
Total settlement, S1 or S2
Differential settlement, ∆∆∆∆S
Distortion
21 SSS −=∆
Structure
S1
S2
L
LS /∆
Downloadedfrom:09ce.blogspot.com
73. Total Settlement
Total settlement
scet SSSS ++=
Se = immediate settlement (elastic deformation)
Sc = primary consolidation settlement (due to
dissipation of excess pore water pressure)
Ss = secondary consolidation settlement (due to
adjustment of soil fabric)
Downloadedfrom:09ce.blogspot.com
74. (a) Initial condition (b) At the moment of load
Consolidation Process
Valve closed
S=0
∆σ∆σ∆σ∆σ’=0
∆∆∆∆u=0
Valve closed
S=0
∆σ∆σ∆σ∆σ’=0
∆∆∆∆u=P/A
PA
Downloadedfrom:09ce.blogspot.com
75. Valve opened
Consolidation Process (Continued)
(c) At a time, t
S=δδδδ(t)
∆σ∆σ∆σ∆σ’=kδδδδ(t)
∆∆∆∆u=P/A-kδδδδ(t)
P
δδδδ(t)
Valve opened
S=δδδδp
∆σ∆σ∆σ∆σ’=kδδδδp=P/A
∆∆∆∆u=0
P
δδδδp
(d) At completion of
consolidation
Downloadedfrom:09ce.blogspot.com
78. Over-Consolidation Ratio
A
Current ground surface
Highest ground surface
in the past
γγγγ z
h
Preconsolidation stress (pressure) - the maximum effective
stress the soil has experienced in the past
pc (or σσσσp’) = γγγγ(h+z)
OCR = pc/σσσσz’
OCR > 1 Overconsolidated soil
OCR = 1 Normally-consolidated soil
OCR < 1 Under-consolidated soil
Downloadedfrom:09ce.blogspot.com
79. Pressure, p (log scale)
VoidRatio,e
pc
a b
c
d
e
f
g
αααα
αααα
Determination of Preconsolidation
Stress from Lab Results
Downloadedfrom:09ce.blogspot.com
80. Pressure, p (log scale)
VoidRatio,e
e0
Field consolidation curve
Lab consolidation curve
Remolded specimen
Consolidation curveDisturbance
increases
0.42e0
Effect of Soil Disturbance
Downloadedfrom:09ce.blogspot.com
81. Pressure, p (log scale)
VoidRatio,e
e0
Virgin consolidation curve
Lab consolidation curve
0.42e0
Cc
pc=σσσσz’
e - logp Curve for Normally
Consolidated Soil
Cc = Compression index
Downloadedfrom:09ce.blogspot.com
82. Pressure, p (log scale)
VoidRatio,e
e0
Virgin consolidation curve
Lab consolidation curve
0.42e0
Cc
pcσσσσz’
Cr
Lab rebound curve
e - logp Curve for
Overconsolidated Soil
Cr = Recompression index
Downloadedfrom:09ce.blogspot.com
83. VoidRatio,e
ep
∆∆∆∆e
Time, t (log scale)
t1 t2
Cαααα=∆∆∆∆e/log(t2/t1)
e - logt Curve for
Secondary Consolidation
Downloadedfrom:09ce.blogspot.com
84. Typical Compression Indices
Cc = 0.1 to 0.8 and Cc = 0.009(LL-10)
Cr = Cc/5 to Cc/10
Cαααα/Cc = 0.01 to 0.07
For soils
Downloadedfrom:09ce.blogspot.com
85. Stress, σσσσ’ (log scale)
VoidRatio,e
pc = σσσσz’
∆σ∆σ∆σ∆σ
Primary Consolidation Settlement
of Normally Consolidated Soil
σ
σ∆+σ
+
= '
z
'
z
o
c
c log
e
HC
S
1 H = Thickness of soil layer
Downloadedfrom:09ce.blogspot.com
86. Primary Consolidation Settlement
of Overconsolidated Soil
Stress, σσσσ’ (log scale)
VoidRatio,e
σσσσz’
∆σ∆σ∆σ∆σ pc
σσσσ
Cr
1
Stress, σσσσ’ (log scale)
VoidRatio,e
σσσσz’
∆σ∆σ∆σ∆σ
pc
Cr
1
Cc
1
σ
σ∆+σ
+
= '
z
'
z
o
r
c log
e
HC
S
1
σ∆+σ
+
+
+
=
c
'
zc
o
r
c
p
log
e
HC
)OCRlog(
e
HC
S
011
Downloadedfrom:09ce.blogspot.com
87. Rate of Consolidation
For U<60%
2
v
100
U
4
T
π
=
( )U10093307811Tv −−= log.. For U>60%
2
dr
v
v
H
tC
T =
Clay
Sand
H
Hdr
Downloadedfrom:09ce.blogspot.com
89. Direct Shear Test
P
T
Shear box
Porous stone
Soil
Normal stress
A
P
n =σ Shear stress
A
T
=τ
Downloadedfrom:09ce.blogspot.com
90. Shear Displacement, δδδδ (mm)
ShearStress,ττττ(kPa)
Peak shear strength, ττττf
Direct Shear Test Data
Residual shear strength, ττττr
Downloadedfrom:09ce.blogspot.com
91. Normal stress, σσσσn (kPa)
Shearstress,tf(kPa)
c
φφφφ
Mohr-Coulomb Failure Envelope
φσ+=τ tannf c
Downloadedfrom:09ce.blogspot.com
92. Cell (confining)
pressure
Rubber membrane
Drainage or pore pressure
measurement or back pressure
σσσσ3
∆σ∆σ∆σ∆σ
σσσσ3
σσσσ1
Triaxial Shear Test
Deviator stress
σσσσ3
σσσσ1=σσσσ3+∆σ∆σ∆σ∆σ
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93. Triaxial Shear Test vs.
Direct Shear Test
Direct shear test
- Simple and quick
- Has a defined failure plane
- Not good representation of stress conditions
- Not the best way to determine soil strength
Triaxial shear test
- Complex but versatile
- Better representation of stress conditions
- Better way to determine soil strength
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106. Definitions of Factor of Safety
Shear strength vs. shear stress
d
f
FS
τ
τ
=
Resisting force vs. driving force
d
r
T
T
FS =
Resisting moment vs. driving moment
d
r
T
T
FS =
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107. Required Factor of Safety
01FS .=Limit equilibrium
5131FS .. −≥
Required FS under static loads
Required FS under seismic loads
11FS .≥
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108. Surficial Slope Stability
- No Seepage
ββββ
H
L
a
b
d
c
F
F
WN
Td
Tr
β
φ
+
βγ
=
tan
tan
sin 2H
c2
FS
β
φ
=
tan
tan
FS if c=0
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109. Surficial Slope Stability
- With Seepage
Equipotential line
ββββ
H
L
a
b
d
c
F
F
W
N Td
Tr
h=Hcos2ββββ
f
e
Seepage
β
φ′
γ
γ′
+
βγ
′
=
tan
tan
sin satsat 2H
c2
FS
β
φ
γ
γ′
=
tan
tan
sat
FS if c=0
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110. Stability of Slope with
Circular Surface - Bishop Method
R
Wi
R
A
BC
Rsinααααi
ααααi
bi
O
Wi
Pi
Ti
Pi+1
Ti+1
ααααi
R
Nr
Tr ααααi
∆∆∆∆li
( )
( )∑
∑
=
=
α
φα+∆
= n
1i
ii
n
1i
iii
W
Wlc
FS
sin
tancos
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111. Minimum FS
Search for Minimum Factor of Safety
R
R
A
BC
Tangential limits
Search centers
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112. Slope Stability with Seepage
R
R
A
BC
bi
O
Equipotential
line
h
ui=γγγγwh
( )[ ]
( )∑
∑
=
=
α
φα∆−+∆
= n
1i
ii
n
1i
iiiii
W
luWlc
FS
sin
tancos
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